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Specifications (18) MST25'0N-- (J S1 '1I-Vy5a1 Sl;J C-'N , • Jiro ENGINEERING, 10570 SE Washington St ELL Suite 212 LLCPortland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 - LATERAL ANALYSIS RECEIVED July 12, 2018 SEP 6 2018 CITY OF TIGARD Mascord Plan: BUILDING DIVISION 2389 - FOUR D CONST. IRMA DELL BUTTERFIELD PARK - LOT 8 TIGARD, OR 97224 120 mph Ultimate Wind, Exposure B Seismic Category D 2015 IBC /2014 OSSC Mascord Design Associates 2187 NW Reed St, Suite 100 Portland, OR 97210 Tel. 503-225-9161 Rowell Engineering fq.o FflQ,t Project Number: .(4,�3INF . 180234 (t' 583 7PE ` Q G� a C3� T. R O`14 FE—C7f;M-7777,E.6. si, it EXCLUSION OF LIABILITIES I.DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESS OR IMPLIED),OBLIGATIONS,AND LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCOMFORMITY,IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. II.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES. III.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. 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Iiiiiiiii=M 11=111=111 i 1133111111kMlM _____ --- ------ 1 '4 :fn ia ==igia"Mallai'. - I I -me...-.. osimmars 1 #,..4,_FIN,'.,.D PL.•- '•• . .._ _. _ _ :71.....,,,-,' 4•••• IIM4.,I....:.,i.:, .::. ..:.,.,::.::,,':. ..:.,.•. :,,, :. .'....•. :1 ,----:------- I . 1 -,r- 1 P . .4t- -.,. .---- ` , ;2-Ur 2 4,4'Ca*01-7 Pn li.ED't,* ''• I FE ,--STaNE vF_NEER 1 RAELINa _........._.... ......._ • ----- .------- I - -- - M7 * M 8 2389 RIGHT ELEVATION MN so SCALE:1/aR • P-0' 1ROWELL 404Pi0e-," Ilt ENGINEERING,LLC COLLECTION STRUCTURAL ENGINEERING 10570 SE WASHINGTON STREET STE.210 PP:16031 254-6292 PORTLAND,OR. 37216 FA045031 254-6761 1 Page 3 V9 ------I y [1:=1 ,1 ii _a.__ ,___IE }■ milspi } !i M9 2389 CZI ALLVATION DRAWN o,.,2.,6 6NA SCALE :va m' 1,441,20e., it ENGINEERING, LLC Co I L E C T ION STRUCTURAL ENGINEERING 10570 SE WASHINGTON STREET STE.210 PW 15031 254-6292 PORTLAND,OR. 9920 FA%{5O3i 054-6]61 Page 4 1kb V12 ilk --.„ .....----: --..„.... . .......„, , _____:1 ............_:,..._..............................:. ....._ • ,..., s',.... • `,........,,::::,,,,..., I I ti- , 1 ,...--- • 1 • ----> I I ...... • •) • I 1 .---......-..........._—_-..--_— .. . .. 1111•11•11111 t FINISI-....'.O FLOOR • TOP. .-. -. ...__- --- --I --r- - 1 / i i I -: ---.1 ......-- ... t I ] Ii MINI- 1 I I I 1.1 r , • _4 • . .--- -I --., 1 .1 •,,, —__________ ....••=::_:;:::::::-.",:-:::::=----.7•:•;;;;;;:;===-----___ _.-- ---..—.....—tN!. °91 — 11 r—f—i arn- 1 ft t . I.: •• I itun'' tomat .......----------- ___ IME -.--------- '"'" — ...:=7.:::::'..6M—._ -=::41: ....„. I It . ... . .... . 111111111111.1111111111 /M111111111MMI10111111110•MBIIII011 ................... ......^•.,.., illrAIIMLIIIMIIII=IliIrmsW.,Pril .--- 1 ------. ii -Aillii.----it.-----1-- i'-'""-1.---.-• f-' i ... .. :=. .....7 a ---......—............----- ---,_._ ,.... ,- N-----'"esa %)1_,P20-1111 .T. P 2 X CAST-St-PLACE IS:'ze r.sA at.PLAS-10.4 TON -- V - zalmonomia 'AUTO al WE>HAILERS s 24'0.C.— .......„...___ SE E,S.ER 1 r — i i J M 10 M12 2389 LEFT ELEVATIONNN es ROWELL DRAWN 07/12/18 SNA SCALE :I/8' . 1.-W Ifdig4r'eilL'' it ENGINEERING,LLC COLLECT ON STRUCTURAL ENGINEERING 10570 SE WASHINGTON STREET STE.210 PH:DSOS 054-6292 PORTLAND,OR. 0706 FA0:1503I E54-8761 Nage b Revised 8-9-18 DATE: 07/12/18 PROJECT: 2389 - FOUR D CONST. WIND LOADS LOAD AREAS FROM CAD LINE A B C D LOAD mean roof height, h = 28 ft V1 23 21 689 least horizontal dimension, b = 40 'ft V2 5 7 54 103 1766 V3 83 183 2615 a=min(0.1 b, 0.4h) >= max(3', 0.04b) V4 17 41 1110 VS 40 932 0.1b= 4 ft V6 ' 58 31 1891 0.4h = 11.2 ft 0 0 min = 4 ft V8 30 31 21 41 1553 V9 27 29 13 18 1182 3'= 3 ft V10 27 43 745 0.04b= 1.6 ft V11 27 36 700 max= 3 V12 31 80 1306 0 0 a = 4ft 0 0 2a = 8 ft 0 0 0 0 roof rise, y= 6 M1 83 94 3570 roof run, x= 12 0 0 arctan(y/x) = 26.57 DEG M3 217 3776 M4 19 54 1382 A= 23.3 psf M5 55 1282 B = 7.3 psf M6 78+ 55 2774 C = 17.4 psf M7 144 2506 D = 6.4 psf M8 86 2004 ` M9 ' 84 151 4585 M10 38 81 109 3373 0 0 M12 89 127 4284 0 0 o o 0 0 0_ 0 0 0 0 0 0 0 0 0 0 o o 0 L7 0 0 0 0 0 0 0 0' 0 L12 0 0 0 0 0 0 0 0 0 Page 6 O • • • • • j/, F _ / BR. z / // y. 0 BR. 3 D 8 ink le DSGS . x\\:: : II ...........__.._ 1 t : 11 $ II L M D �i dW I RI Ui Al 3 1 N N I _ 1 ler EXTEND SHEAR it WALL THROUGH 5 it INTERSECTING ,..,,... . i / WALL vlt ,, - A$ MASTER5 / ..._._....................... N • z i O o / 5 $ I v 1 Q .... 0 EXTEND SHEAR WALL TIROIXN INTERSECTING WALL 2389 UPPE2 FLOOD PLAN 111111 ISE ROWELL DRAWN 07/12/16 SNA SCALE :1/8' . l'-0' ENGINEERING,LLC COLLECTION STRUCTURAL ENGINEERING 10570 SE WASHINGTON STREET STE.210 PH:15031 254-6292 PORTLAND.OR. 97216 FAX16031 254.6161 H ' LEDGE NAIL PER PERSPLAN� \6CHEWLE WALL SCHATHRJCr �2X ST PER SCHEDULE-/ IIII ......._..........................._................._....._,..................................................................__. SHETHINGDULE APage 7 ' + PER SCHE A CANTILEVER UPPER FLOOR JOIST TRUSS AT EAVE I O TTP. T 8 GI GUEST DINING KITCHEN U AI L_ m f I- i U, 11 i r 1 Ml 4 r1111110 I 9 2 S r // DEN ,....,,.,, III Tom- - \ . .r MY I GREAT RM. "7 D .�-- - , Nil I �y . / 2 8 I. 2 I ' A 0 a 06 = O 0 I 4 2389 MAIN FLOOR PLAN ®sm ® ROWELL 07/107/12/18oRAwH D> z5 SNA 5CaLE:ve l'-o' ia4r4,106 it ENGINEERING,LLC COLLECTION STRUCTURAL ENGINEERING 10570 SE wASHINOTON STREET STE.210 PM:15031 550.8292 PORTLAND.OR. 0956 FAX4503I 2548781 , — 111111111111111111110.11111111111111.111r — — it 32" 10 111 Z•=, OD a) 0) ca . 1 .. i...,1 , 1 \ 0 , 0 \ 0 ,. ...., , a • SHEAR WALL SCHEDULE • (1) 1111 OF StArbi mbe RI-l'iC . HOLDOWN SCHEDULE • I ,..... "4 _ , _... ,...... cubt,.?•111 ,..., _ )4222.,44;,2::,1,d.-4 is20,2,8.2., r 4,64446),, 2,4 MARK 1 SItdkS0811 FASTENERS C.A.A 1 TTI. GOILS i I APA RATED PLYWOOD OR ORIENTED STRAND BOARD (I) 4brIbelbe Sc4bre nib<6P V-6 or 8.S.411-13 (6) I MuDEL%I (. •)) I to I HP)V-E<ebbe..Co<4.40144.:16 8,866n8 '44 1 111. 1..66.46t 006 put "1----- ---- EASTEN8142 1.3)614.(.).1.1) SOLE to .EILL PLATEI. ALLOW (3)18)8886.60w 6,64 Maker<0 12"0 C 1 0 , Id ARK NAILING --ii3-1, NOTE) LOAD h4rrei It"/11:.7/..`!",01*4 ! / 1 _ SILICKNESS 1 tA PANEL 16, , , 11.111PE EDGES SIZE SPACING i i la , (4)Fromm;64 6648n.ny pandls<4 ne 36 non6noi or 8.66, 8/681.ng 11664ered 36'Lung ''''''4...."'44. ' asr GE) [ 0,0 ..00- , CC 6'ac 2X .48'' 2. 48"Long : 011 1 I Is, i 18.44- r .,P.u., 1 I turneied 901.1.2.3 646 66.1 _ 1 I 1---- 1 —1--- . (10 0E46'8 42 , RH P-660 er.64 6.8 086,66 6.6,01484 X />C)ISI12 41 1:221 111........ r ail , ; 16,..) .)i 3"common n6.1 or 0 i2.6 4 X 318.66,1,161611 a of 2626 44d , Oder <4 444,a4FIFF4 414.4. • <"14•. •'.4 , , . , „ I 03. 80r Lang 11' ,„ 02) — — .1-) 4 04 4 0.2. I 4'(GC. . 24 46'ELC. icwwrxr4 u...r4U 1 .1/11 'GS,' r .P-NO, I -1`— I • `F, debb<40.44 4 Ibe.6:261-86od PADN, (... custIc1 I.. 1(8)Mn/8 . 6,6 466 6dst 6). , Cs-) '141!-- 6131 4.281 1 2"DC 11.0,C 28 11311 0C, 464(4) - 4 0 GCWST12 r (36)166 44F.A.P4 , .i 6 (0)lefebberlili bet,0 6,6 er.6 AI ecCe shetarrylit b<Geier' 4 al docei Oa, , 6..6 i z to mire 4444.:Ie 4b b<445 1401.811.4.68,Le 6684.62166 ---, i to eucn noloo6n tido. . I1 ) ' .211 CC r CC 3X, 27 U C zee(4) 449,^ * (10)014S7 14 x 361.8/(6)It6. o 68686 .dd.end. . MST 37 6/(10)'66 8.66,18,.sw 684/4,goo,dna G 1)100)400 (JO} esa m8004. 1 ..6 1."111,711110.1811'1111611°11 1 I / 1 11)S," r 44 4-444. i IirM I 1.1S)C4G w/(14)164 8164464***end 1i 4 ' - — E42868.8)40043A ,tg','***-, 0 TT, k 0))ma 401‘443 I (II)CMST 14 4 601L 6/(22))66 4288nor,,Lod.,44,,exol ••••— M F F., F • 8"x I'S,- Il 1 I SZ3bert24 , 46.1(46 8/06)166 488)68.68.8,4417,24, 1 „ 18 4.212 1 3-CC 3-CC DEIS 281 20-02 soe(4)1 14§,1Z MS1C52)/(12)t68 SAKeit 2,4 668 ..coc, (20)2,22zol 2( - i I ,2(- 7 i I 'Veer,ebIbr14 I .r1f,“9.nate,*,*C _i L , MS)60 8/(28)166 8/86.6,each eed mS18.56 6/(32)164 sokert.0000 00 1130)66:81 x 8r8.811184 , 1 1 /41.51 'A.': on ...OG I 2-GC 2 G'"G.0 i 38 ir,..CC [ .E.w .„„ '1„4),G*AS.)i:-db4se0478bG,e,'e4x..I124'.r8)".b,"4.46,.e..:l.4.Ib.... ,-e-eeer„nks:e,/„<`” Sf1 '40(9) 0* DO-1 .(24;1),T0Ete:;ti 303L3:::::0r,,,R,., 84 0 . 2CX134 ) an 4 ., 1 4 . , , , 4- 1 0 1 1 In I 4 , 1 1 1 1 4 1 . IIIIIIIIIMMIIIIIII' t - ' =MIIMMIMMIMIIMIMMIMIMII Page 9 DOUBLE 2 X 4 OR 6, FRAMING a LOCATION OF HOI i OWN. OLDOtLN ..:frit liir l SEE SCHEDULE )11114 11111111WRIMINIA111111111111 4 r THaDED ROD : . § € SLEEVE NUT e li • BOLT SPLICE 1 '1 i E" MIN �t i nn� a a ...a 12'". C516 FROM SILL 4 ''SIMI"SON STAR---- { ° PLATE TO 2X BLKG +d BA�t= ' 4•a aBOLT(SEE l ., LENGTI-1 OF WALL . S9CI-IEDULE) . a 4. a ' a CONCRETE FOUNDATGION e ° - 'as a ` a a 4.a g4 . a , a, a STEPte*JDOWN FN1 . 4 0I OLD WO �t ><T N. SCALE: 3/4' = I'-0' • ,r MIN. H/35 Page 10 _ SIMPSON "MSTA36" ��`� TI— ., T Tri \17 EA. SIDE, (4)-TOTAL y„• I• I I I —I� •I 'I 2X CRIPPLE WALL OVER L , , J _ — --L1--- HEADER, W/ 1'�z" SPLICE — —'8 JOINT W/ CONT.NAIL NG . . . HEADER (CONTINUOUS) j1.•"— j CONTINUE HEADER — V:: ,I, TO BLDG. CORNER 4 Z V. NAIL SHEATHING TO . •I I•;I HEADER WI 0.148"4' X Q I.;I (.I 21/4" F. RI-1. P-NAILS 9 Z •1•' I.1 3" O.C. BOTH WAYS o �' GARAGE s- (OR OTHER OPEN'G) -• lll LU 15/32" APA-RATED SHTH'G a L .iii ,FROM SINGLE SHEET, ,7 IFASTENED PER SHEAR LI LI SCHEDULE SPECIFICATIONS AND NOTES ( Q \-\- V _ _ BLOCK ALL PANEL EDGES b PER SHEAR SCHEDULE ill .I II 11, , SPECIFICATIONS 4 NOTES II I1 a •II II I• • REBAR (00 GRADE z —111 11.1 r w I I11, SEE SHEAR SCHEDULE AND w •� 1 • 1 1 NOTES FOR HOLDDOWN SPECS 'A 011,11 I•I• PANEL WIDTH I / "3 TIES it/ II II II 11 it II II 130 III II H II zQ 0 0 DJ "3 TIES II a II u II E E • 10° O.C. II II II 0) r FLAN VIEW OF II ii (3)4'511 II 11 STEM WALL EACH SIDE 1 II II �4' CONC. SLAT 11 II II II II II II II II a-\._ - II II MIN. 12"x12" CONT. "5 RESAR W/ 24" HOOK FOOTING 6 GARAGE TOP 4 BOTTOM to CORNERS DOOR W/ (4)"4 CONT. 0 N411ROUJ Si-4E,AfR PANEL NO SCALE (REDUCES PANEL HGT.) NRWSHEAR30 VQL�ED L _,= LYNN[I�IEEQ11NN EDiRAWN I5Y- J.Y. CIVIL- STRUCTURAL ENGINEERS 1 ATE-TE- 02-25-11 10570 SE WASHINGTON ST. STE 212 PH: 15031 254-6292 �/ PORTLAND, OR. 97216 FAX: 15031 254-6761 Page 11 EDGE NAIL ROOF PLYWD. TO 2 X 12 LEDGER UJ/ BEVELED TOP TO MATCH ROOF SLOPE. NAIL LEDGER W/ (2)-16d EA. WALL STUD 4 EA. 2 X 6 BLK'G. (2)-2 X 6 BLOCK'G �Z \ FOR THIS SECTION OF ROOF, e 6" O.C. VERT_ / BLOCK PANEL EDGES W/ 2 X 4 N FLAT, NAIL Sc - 4" O.C. EDGES AND BOUNDARIES, 12" O.C. IN FIELD. ><I SHEARWALL PLYWD. MUST EXTEND DOWN TO BOTTOM WALL PLATE k (TYP.) ) / •• EDGE NAIL BLOCKING- FASTEN BLK'G. TO WALL PLATE W/ "SIMPSON" LS50 (SPACE LS50 PER NOTES) 1(00 A f SCALE: 3/4" = 1'-0" LEDGE1 DtRAWFNCI NOT TO SCALE =AM fEIMUMIEIEG2BMg DfRAUJN 151I'- J.1'. CIVIL- STRUCTURAL ENGINEERS D /\TE- 02 -23- 11 10570 SE WASHINGTON ST. STE 212 PH! 1503) 254-6292 PORTLAND. OR, 97216 FAX: 1503) 254-6761 Page 12 DSC CONNECTOR PER ELAN oiii P * OttfW40001 ` i 6 IPPL TO ATE t® 411 MANUF. TRUSS SC I RLSS DSC-1 SCALE: 3/4" = I'-0" _ QCiVieNLL EDIRAWN 5'1- J.Y. CIVIL- STRUCTURAL ENGINEERS PATE- 11/1S/12 10570 SE WASHINGTON ST. STE 212 PH. 15031 254-6292 PORTLAND, OR. 97216 FAX: 15031 254-6761 Page 13 EDGE NAILING (2) 2x OR LARGER EDGE NAILING DEPENDING ON H.D. LARGEST OF THE (2) 1-ID STRAPS CORNER limb,- i i MOW �-' LARGEST OF THE (2) ' 1 (2) 2X OR LARGER HD'S 6 CORNER (DEPENDING ON H.D.) tv FOUNDATION 6 UPPER FLOOR 1 CO' 15) I\IE 1-40LEDOLIN SCALE: 3/4' = I'-0" GO1� ND pIRALUI1\G NOT TO SCALE QEW/MLL EMMINMEIEGAM piRAWN 15Y- J.Y. CIVIL- STRUCTURAL ENGINEERS D /�1�TE- 02 -23- 11 10570 SE WASHINGTON ST. STE 212 PH: (503) 254-6292 PORTLAND, OR. 97216 FAX: 15031 254-6761 Revised 8-8-18 ® t , , INTERIOR SB ANCHOR BOLT INTERIOR SHEAR W< 04'•P-0' SLAB ON GRADE $'•T"m' TYP. I • • • • 4C. 1® I CLP LP I 4i j t I } I — t I t , I i , I ALIGN W7 _.. 1 L1 HD.ABOVE �l V1 Le ; WRAP STRAP t] i AROLND EM- .,I I OR DEL.JST. 1I I I ,;— M.--.... GARAGEr, Ali , s s 1,.._.7 iitiT ti i 1 -- L --- - NA I I I 1__ 1� I WRAP STRAP i 0 i •'M • C AROUJD EM. i ® ___ OR DBL.JST. 1 , WRAP STRAP : 1 AROUND BM. I 7 ..._....-_ OR DEL.,PT. ——— .-- \\ C--->> • , I ri 1 � w ` / __,, , , 1J.,.,.,.., , _ Li./ , Q i r- - 1 8. . -,-- L.t. $ i ._T-e_. ____.1: ..*.3 SHEATHING I PER SCHEDULE i - 1HOLDOJ.N PER 1 a . ! SCHEDULE L. _--� SOLE PLATE LA i - - PENAILINGUit SOME INTERIOR FOOTINGS LEFT PERR SCHEDULE SCHEDULEE OUT FOR CLARITY.CONTRACTOR 1 EDGE NAIL TO REFER TO ARCHITECTURAL PER SCHEDULE FOUNDATION PLAN. L - EDGE NAIL 4 PER SCHEDULE ", IIN. I:., SILL PLATE PER SCHEDULE. 13h'MIN. ;(l' l •v FOOTI > =i 1 � .. PER PLAN I r�I n 1 r--r—, r--I .% .r%1-. .. rT 1 n n I ' 2389 LOWED' FLOOR PLAN ne. It RC}�Y LL SHAWN 01/12T16 SNA SCALE:1/0" . P-o' ENGINEERING,LLC C OLLECTION STRUCTURAL ENGINEERING 10570 SE WASWNOION STREET STE.210 P10 15031 254-6292 PORTLAND.OR. 91216 F4045031 204-6161 Nage 1 5 Revised 8-8-18 DATE: 07/12/18 PROJECT: 2389 - FOUR D CONST. ver20161111 DESCRIPTION: 2015 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE-2015 IBC BY: SNA WIND SPEED: 120 Adjustment Factor for Building Height A= 1.00 EXPOSURE: B Increase 110/B wind loads by 1.19 SEISMIC CAT: D to obtain 120/B bDS: 0.850 F*SDS=I 1.02 1 R: 6.5 snow load = 30 F:' 1.2' mean roof height, h = 28 ft A upper: 2142 A main: 1976 V=FSDSWDL/R eq 12.14-11 A lower: 2048 ASD Load Combination =V/1.4 WDL IBC ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-21 ROOF/CEILING 15 2142 32130 5042 3601 EXT. WALLS 12 9 208 11232 1763 1259 INT. WALLS 8 9 208 7488 1175 839 BRICK 40 0 0 0 0 TOTAL 50850 7980 5700 MAIN FLOOR ROOF/CEILING 15 467 7005 1099 785 FLOOR 10 1509 15090 2368 1691 EXT. WALLS 12 10 250 15000 2354 1681 INT. WALLS 8 10 250 10000 1569 1121 WALLS ABOVE 18720 2938 2098 DECK 10 0' 0 0 BRICK 40 0 0 0 0 TOTAL 65815' 10328 7377 LOWER FLOOR ROOF/CEILING 15 190 2850 447 319 FLOOR 10 1858 18580 2916 2083 EXT. WALLS 12 9 250 13500 2118 1513 INT. WALLS 8 9 250 9000 1412 1009 WALLS ABOVE 25000 3923' 2802 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL 68930 10817 7726 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Shear wall Load (plf) Floor to Floor Holdown Floor to Foundation Holdown wind/seis Tag Load Type Tag Load Type S 260/260 1 1500 CMST12X36" 6 2684 STHD14RJ A 350/350 2 3430 CMST12X49" 7 5090 HTT5 B 600/600 3 4700 CMST12X60° 8 7855 HDU8 C 896/640 4 6210 CMST12X72" 9 9535 HDU11 D 980/980 5 9215 CMST12X90" 10 14445 + HDU-14 E 1280/1280 ? 14446 to high F 1540/1540 I-'age 1 6 Revised 8-8-18 DATE: 07/12/18 PROJECT: 2389 - FOUR D CONST. WALLS DIAPH. LOAD WALL SQ, FT. LENGTH LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES V1 17.0 17.0 9.0 V2 13.0 13.0 9.0 V3 16.0 16.0 9.0 V4 5.0 5.0 9,0- V5 5.6 5.6 9.0 V6 3.4 3.4 6.8 9.0 0.0 V8 3.0 3.4 8.0 7.8 5.0 27.2 9.0 V9 12.0 12.0 9.0 V10 6.0 6.0 9.0 V11 4.2 4.2 9.0 V12 4.0 4.0 8.0 9.0 0.0 0.0 0.0 0.0 120.8 M1 33.0 33.0 10.0 0.0 M3 8.0 8.0 10.0 M4 5.0 5.0 10.0 M5 6.0 6.0 10.0 M6 3.4 3.4 6.8 10.0 M7 7.4 7.4 10.0 M8 3.2 8.0 6.1 6.9 3.6 3.0 30.8 10.0 M9 16.0 16.0 10.0 M10 3.0 3.6 6.9 6.1 8.0 3.2 30.8 10.0 0.0 M12 4.0 2.9 4.0 4.0 14.9 10.0 0.0 0.0 0.0 0.0 158.7 0.0 0.0 0.0 0.0 0.0 0.0 L7 11.0 11.0 9.0 0.0 0.0 0.0 0.0 L12 2.5 4.1 3.0 2.4 12.0 9.0 0.0 0.0 0.0 0.0 23.0 . Nage 1 / Revised 8-8-18 DATE: 7/12/18 PROJECT: 2389 - FOUR D CONST. WIND 110/B 120/B SHEAR ADJ. X= LOAD FROM TOTAL TOTAL WALL 110/B 120/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. V1 689 689 513 17.0 41 30 V2 1766 1766 1314 13.0 136 101 V3 2615 2615 1945 16.0 163 122' V4 1110 1110 825 5.0 222 165 V5 932 932 693 5.6 166 124 V6 1891 1891 1406 6.8 278 207 0 0 0 0 0.0 0 0' V8 1553 1553 1155 27.2 57 42 V9 1182 1182 879 12.0 99 73 V10 745 745 554 6.0' 124 92 V11 700 700 521' 4.2 167 124' V12 1306 1306 972 8.0+ 163 121 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0' 0 0 0' 0.0 0' 0 0 0 0 0 0.0 0 0 0 14490 M1 3570 689 4259 3168 33.0 129 96 0 0 0 0 0.0 0' 0 M3 3776 2615 6391 4754 8.0 799 594 M4 1382 1110 2492 1853 5.0 498 371 M5 1282 932 2214 1646 6.0 369 274 M6 2774 1891 4665 3470 6.8 686 510 M7 2506 2506 1864 7.4 339 252 M8 2004 1553 3557 2646 30.8 115 86 M9 4585 1182 5767 4289 16.0 360 268 M10 3373 745 4118 3063 30.8 134 99 0 0' 0 0 0.0 0 0 M12 4284 2007 6290 4679 14.9 422 314 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0' 0 0 0 0.0 0 0 42258 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 L7 0 2506 2506 1864 11.0 228 169 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 L12 0 6290 6290 4679 12.0 524 390 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 8795.6 8795.6 rage 18 Revised 8-8-18 DATE: 07/12/18 PROJECT: 2389 - FOUR D CONST. • SEISMIC SEIS. TOTAL SQR. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SETS. SHEAR SETS. SETS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR V1 X 5700 183 9% 487 0 487 29 1.00 1.00 29 V2 X 5700 640 30% 1703 0 1703 131 1.00 1.00 131 V3 X 5700 768 36% 2044 0 2044 128 1.00 1.00 128 V4 X 5700 151 7% 402 0 402 80 1.00 1.00 80 V5 X 5700 125 6% 333 0 333 59 1.00 1.00 59 V6 X 5700 0% 0 0 0 0 1.00 1.00 0 0 5700 0% 0 0 0 0 1.00' 0 V8 X 5700 0% 0 0 0 0 1.00 1.00 0 V9 X 5700 272 13% 724 0 724 60 1.00 1.00 60 V10 X 5700 0% 0 0 0 0 1.00 1.00 0 V11 . X 5700' 0% 0 0 0 0 1.00 1.00 0 V12 X 5700 0% 0 0 0 0 1.00 1.00_ 0 0 5700 ' 0% 0 0 0 0 1.00 0 0 5700 0% 0 0 0 0 1.00 0 0 5700 0% 0 0 0 0 1.00 0 0 5700' 0% 0 0 0 0 1.00 0 100% 0 5692 M1 X 7377 855 43% 3192 0 487 3679 111 1.00 1.00 111 0 7377 0% 0 0 0 0 1.00 0 M3 X 7377 688 35% 2569 0 2044 4612 577 1.00 1.00 577 M4 X 7377 0% 0 0 402 402 80 1.00 1.00 80 M5 X 7377 0% 0 0 333 333 55 1.00 1.00 55 M6 X 7377 0% 0 0 0' 0 0 1.00 1.00' 0 M7 X 7377 436 22% 1628 0 1628 220 1.00 1.00 220 M8 X 7377 894 45% 3338 0 0 3338' 108 1.00 1.00 108 M9 X 7377 432 22% 1613 0 724 2337 146 1.00 1.00 146 M10 X 7377 894 45% 3338 0 0 3338 108 1.00 1.00 108 0 7377 0%' 0 0 0 0 1.00 0 M12 X 7377 644 33% 2404 0 0 2404 161 1.00 1.00 161 0 7377 0% 0 0 0 0 1.00 0 0 7377 0% 0 0 0 0 1.00 0 0 7377 0% 0 0 0 0 1.00 0 0 7377 0% 0 0 0 0 1.00 0 245% 22069 0- 7726 0% 0 0 0 0 1.00 0 0 7726 0% 0 0 0 0 1.00 0 0 7726 0% 0 0 0 0 1.00 0 0 7726 0% 0 0 0 0 1.00 0 0 7726 0% 0 0 0 0 1.00 0 0 7726 0% 0 0 0 0 1.00' 0 L7 X 7726 490 24% 1849 0 1628 3476 316 1.00 1.00 316 0 7726 0% 0 0 0 0 1.00 0 0 7726 0% 0 0 0 0: 1.00 0 0 7726 0% 0 0 0 0 1.00 0 0 7726 0%' 0 0 0 0 1.00 0 L12 X ' 7726 429 21% 1618 0 2404 4023 335 1.00 1.00 335 0 7726 0%' 0 0 0 0 1.00 0 0 7726 0% 0 0 0 0 1.00 0 0 7726 0% 0 0 0 0 1.00 0 0 7726' 0% 0 0 0 0 1.00 0 45% 7498.99 Page 19 Revised 8-8-18 ' DATE: 07/12/18 PROJECT: 2389 - FOUR D CONST. WALL SUMMARY WIND Narrow INCR CONTR. MAX. SHEAR WALL min UNIT Panel SEIS DESGN UNIT UPLIFT w/narw w/o HOLDOWN sill NOTES SHR Increase SHR W S SHEAR incr incr plt. V1 30 1.00 29 X 30 271 S S 0 OR 0 2x V2 101 1.00 131 X 131 1179 S S 1 OR 6 2x V3 122 1.00 128 ' X ' 128 1150 S S 1 OR 6 2x V4 165 1.00 80 X 165 1485 S S 1 OR 6 2x V5 124' 1.00 59 X 124 1114 S S ' 1 OR 6 2x V6 207 1.32 0 X 207 1861 S S 2 OR 6 2x 0 0 1.00 0. 0 0 0 OR 0 V8 42 1.50 0 X 42' 3- 82 S S 0 OR 0 2x V9 73 1.00 60 X 73 6- 59 S S 0 OR 0 2x V10 92 1.00 0 X 92 831 S S 0 OR 0 2x V11 124 1.07 ' 0 X 124' 1• 116 S S 1 OR 6 2x V12 121 1.13 0 X 121 1• 093 S S 1 OR 6 2x 0 0 1.00 0 0 0 0OR0 ' 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR O M1 96 1.00 111 X 111 1115 S S 1 OR 6 2x 0 0 1.00 0 0 0 O OR O M3 594 1.00 577 X 594 5942 B B 4 OR 8 2x M4 371' 1.00 80 X 371 3707 B B 3 OR 7 2x M5 274 1.00 55 X 274 2744 A A 2 OR 7 2x M6 510 1.47 0 X 510 5103 B B 4 OR 8 2x M7 252 1.00 220 X 252 2518 S S ' 2 OR 6 2x M8 86 1.67 181 X 181 1084 S S 1 OR 6 2x M9 268 1.00 146 X 268 2681 A A 2 OR 6 2x M10 99 1.67 181 X 181 1084 S ' S 1 OR 6 2x 0 0 1.00 0 0 0 OORO M12 314 1.72 278' X 314 3140 A A 2 OR 7 2x 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O ORO 0 0 1.00 0' 0 0 0 OR 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0OR0 0' 0 1.00 0 0 0 OORO ' 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 OORO L7 169 1.00 316 X 316 2844 A A 2 OR 7 2x 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR 0 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 0 OR 0 L12 390 1.75 587 X 587 3509 B B 3 OR 7 2x 0 0 1.00 0 0 0 O ORO 0 0 1.00 0 0 0 OORO 0 0' 1.00 0 0 0 0 OR 0 0' 0 1.00 0 0 0 0 OR 0 1 L l'2 1 ---ri 0 Il ' 1 ,t, , t't tt--)Fr t . : •- tti 1 t , lalt. , /1 ,, , 5 tt Pi-,r5 Ill 1 1,1 6 co,loit- 1 - , ,- I , I- E •i • r ,,,2 t,' k ; \-,,,-' 0 ) q Q'1 :I CLR. ,-- C) , , 1 0 • 0 1. ,f-- - 4. 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Page 21 ' • ROWELL RETAINING WALLCAD Software Release Number 81,2 Version B 1/28/97 RJM ENGINEERING CONSTANTS Soil Density 110 OTM Factor of Safety 1.5 Concrete Density 150 Stem Factor of Safety _ 1.7 PHlvu 0.85 Heel Factor of Safety 1.4 PHlas 0.80 , Sliding Factor of Safety 1.5 Sliding Coefficient 0.35 PROJECT PARAMETERS ' Client Name Mascord Design Associates Detail Number A Project Number Sheet Number Ai -- Project Name Cantilever WaH-EFP;55 PCF - - Concrete Fc -. 3000 .. psi -- MaxSoil-Bearinn Presslm-- /xrrl re Steel Grade 60 60000 Equtealent Fluid Pressure 35 LbsIfh3 Wall Thickness 0 in Height of Sod at Toe 1 0 1 In Footing Height 12 in SECTION 1 DESIGN H,Wall Height ft 1 4 I ft B,Total Footing Length,in. 32 in 7-8" Rebar Stem Rebar Heel Rebar A,Toe Length 8 In 8" Size OC Bar"M" Bar"N" Bar"D" C,Heel Length 16 In 1-4" 4 16 1356% 10852% 1233% Running Length/Calc Length 1.00 1 I 1 4 12 1793% 14342% 1644% %OTM Factor of Safety 324% 4.86 4 8 2641% 21131% 2466% %Sliding Factor of Safety 103% 1.55 4 6 3458% 27667% 3288% %Max Soil Bearing Pressure 43% pat 645 4 5 4089% 32713% 3946% Min Sod Bearing Pressure 285 pet 4 4 4997% 39978% 4932% %Allowable Shear Stress 4% kpsi 5 5 12 2745% 21962% 2569% 5 8 4002% 32013% 3853% Size OC 5 4 7305% 58443% 7706% Reber"M" 4 18 1209% 6 8 5541% 44330% 5548% Rebar"N" 4 18 _ 9674% 6 8 7067% 56534% 7398% Reber"0" 4 18 1096% 6 4 9635% 77082% 11097% SECTION 2 DESIGN H,Wall Heghttt. 1 6 I ft B,Total Footing Length,in. 50 In 4'-2" Rebar Stem Rebar Heel Rebar A,Toe Length 8 In 8" Size OC Bar"M" Bar"N" Bar"O" C,Heel Length 34 In 7-10" 4 16 293% 2344% 212% Running Length/Calc Length 1.00 1 1 1 4 12 387% 3098% 282% %OTM Factor of Safety 327% 4.91 4 8 571% 4564% 423% %Sliding Factor of Safety 103% 1.55 4 6 747% 5976% 565% %Max Sot Bearing Pressure 65% pat 969 4 5 883% 7066% 678% Min Soil Bearing Pressure 367 psf 4 4 1079% 8635% 847% %Allowable Shear Stress 12% kpsi 13 5 12 593% 4744% 441% 5 8 864% 6915% 662% Size OC 5 4 1578% 12624% 1323% Rebar"M" 4 18 261% 6 8 1187% 8575% 953% Rebar"N" 4 18 2090% 6 8 1526% 12211% 1270% Reber"0" 4 18 188% 6 4 2081% 16650% 1906% SECTION 3 DESIGN H,Wall Height ft r 8 1 ft 8,Total Fooling Length,In. 66 In 5'-6" Rebar Stem Rebar Heel Rebar A,Toe Length 8 In 8" Size OC Bar"M" Bar'N" Bar"0" C,Heel Length 60 in 4'-2" 4 16 107% 854% 80% Running Length/Calc Length 1.00 1 I 1 4 12 141% 1129% 107% %OTM Factor of Safety 313% 4.70 4 8 208% 1663% 161% %Sliding Factor of Safety 101% 1.51 4 6 272% 2178% 214% %Max Sot Bearing Pressure 88% psi 1,325 4 5 322% 2575% 257% Min Soil Bearing Pressure 433 pal 4 4 393% 3147% 321% %Allowable Shear Stress 23% kpsi 25 5 12 216% 1729% 167% 5 8 315% 2520% 251% Size OC 5 4 575% 4600% 502% Rebar"M" 4 8 2D8% 6 8 436% 3490% 361% Rebar"N" 4 18 854% 6 6 556% 4450% 462% Reber"O" 6 10 201% 6 4 756% 6068% 723% SECTION 4 DESIGN — H,Wall Height ft. 1 10 I ft B,Total Footing Length,in. 86 In 7-2" Rebar Stern Rebar Heel Rebar' A,Toe Length 12 In 1' Size OC Bar"M" Bar"N" Bar'0" C,Heel Length 611 in 5'-6' 4 18 50% 402% 35% Running Length/Calc Length 1.00 1 I 1 4 12 66% 531% 47% %OTM Factor of Safety 334% 5.01 4 8 98% 783% 71% %Sliding Factor of Safety 100% 1.50 4 6 128% 1025% 94% %Max Soli Bearing Pressure 98% pet 1,484 4 5 151% 1212% 113% Min Soll Bearing Pressure 635 pal 4 4 185% 1481% 141% %Allowable Shear Stress 38% kpsl 42 5 12 102% 813% 73% 5 8 148% 1186% 110% Size OC 5 4 271% 2165% 220% Reber"M" 5 9 133% 8 8 205% 1642% 159% Rebar"N" 4 18 358% 6 6 262% 2094% 212% Rebar"0" 5 8 _ 110% 6 _. 4 357% 2855% 317% RM 19413Weero l WOS•35 PCF.xlsl0esign 1024/71 12:49 PM Page 7 or 1 Use menu item Settings>Printing&Title Block Title R1 Cant 35 pcf P,•;;se 22 to set these five lines of information Job# 12 ft : Dsgnr: TTR Date: 12 JAN 2016 • , for your program. Description.... This Wall in File:\\PRECISION390lredco\ENG-PRJ\retaining walls\Retain Pro 2007\35 pcf standard wall RetainPro(c)1987-2015, Build 11.15.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To: ROWELL ENGINEERING Criteria 1 Soil Data I •, Retained Height = 11.00 ft Allow Soil Bearing = 1,500.0 psf :I I, Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf f•-- -1 I.,: FootingliSoil Friction = 0.350 Soil height to ignore ,, for passive pressure = 12,00 in I Surcharge Loads I Lateral Load Applied to Stem I 'Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load I by a actor of Base Above/Below Soil Axial Dead Load = 125.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction 1 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above RE ft= 4,25 0.00 Overturning = 5.59 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.51 OK Design Method = LRFD LRFD Thickness = 10.00 10.00 Total Bearing Load = 10,845 lbs Rebar Size = # 5 # 5 ...resultant ecc. = 3.78 in Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Soil Pressure @ Toe = 1,426 psf OK Design Data Soil Pressure @ Heel = 939 psf OK fb/FB+fa/Fa = 0.366 0.816 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1.997 psf ACI Factored©Heel = 1,315 psf Strength Leve lbs= 1,355.5 3,599.8 Moment....Actual Footing Shear @ Toe = 17.9 psi OK Service Level ft-#= Footing Shear @ Heel = 19.9 psi OK Strength Leve ft-#= 3,049.8 13,199.1 Allowable = 82.2 psi Moment.....Allowable ft-#= 8,327.0 16,175.5 Sliding Calcs Shear Lateral Sliding Force r_- 2,52-0,0 lbs Actual less 100% Passive Force= - 0.0 lbs Service Level psi= less 100%Friction Force = - 3,795.9 lbs Strength Leve psi= 13.8 36.6 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 82.2 ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 125.0 125.0 Rebar Depth 'd' in= 8.19 8.19 Masonry Data f m psi= Fs psi= I Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = considered in the calculation of soil bearing pressures. Short Term Factor Equiv. Solid Thick. = Load Factors Building Code IBC 2012,ACI Masonry Block Type = Normal Weight Dead Load 1 400 Masonry Design Method = ASD Live Load 1.700 Concrete Data EarthH 1.700 fc psi= 3,000.0 3,000.0 , Wind,W 1.300 Fy psi= 60,000.0 60,000.0 Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title R1 Cant 35 pcf P-;,,s,e 23 lo set these five lines of information Job# 12 ft : Dsgnr: TTR Date: 12 JAN 2016 for your program. Description.... This Wall in File:11PRECISION3901redco1ENG-PRJ1retaining walls\Retain Pro 2007135 pcf standard wall RetalnPro(c)1987-2015, Build 11.15.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To : ROWELL ENGINEERING Footing Dimensions & Strengths I Footing Design Results Toe Width = 1.75 ft Toe Heel Heel Width = 7.42 Factored Pressure = 1,997 1,315 psf Total Footing Width = 9.17 Mu':Upward = 2,991 32,063 ft-# Footing Thickness = 12.00 in Mu':Downward = 322 41,302 ft-# Mu: Design = 2,670 9,239 ft-4f Key Width = 8.00 in Actual 1-Way Shear = 17.85 19.89 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #5 @ 6.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 0.00 in Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in.#7@ 27.78 in,48@ 36.57 in,#9@ 46 Heel:44@ 8.05 in,45@ 12.48 in,#6@ 17.71 in,#7@ 24.15 in,#8@ 31.80 in,49@ 40 Key: Not req'd: Mu<phi*5*Iambda'sqrftfc)*Sm _ Summary of Overturning & Resisting Forces & Moments .....OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,520.0 4.00 10,080.0 Soil Over Heel = 7,969.9 5.88 46,836.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 125.0 2.17 270.8 Load @ Stern Above Soil = 'Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 2,520.0 O.T.M. 10,080.0 Stem Weight(s) = 1,375.0 2.17 2,979.2 Earth @ Stem Transitions= = = Footing Weight = 1,375.5 4.59 6,306.7 Resisting/Overturning Ratio = 5.59 Key Weight = 1.33 Vertical Loads used for Soil Pressure= 10.845.4 lbs Vert.Component = Total= 10,845.4 lbs R.M.= 56,392.9 ''Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.048 in The above calculation is not valid if the heel soil bearing pressure e?,.ceedsthat of the toe. because the wall would then tend to rotate into the retained soil - , i Page 24 •i • .,\1//>:/<��i��:,.//. RUA? , N�, - - • 7 LAP 46 C21A, WITH tr3AA „M,, .7,,---- #4@IC)" O.G. 2" CLEAR--- BACKFILL WALL WI11-1 FSE--nI:AINING 6P. NLLLAR MA-Mk1AL. H " 17IA PFK'P,PIPV OATH FIL11;1:FA IC . H/2 444@I6" 0.G. IN51AL1:- SLAt3 K'I C3AK ' O" MPOM �" I3ACKFILLIN6 ii- " ci- A T- . \/x/.\%v\/•/›../\, Hr 3,� CLFA1? i �' ' I Ws a C - - -• A--•- 6 Cfa)RETAINING WALL DETAIL - LEVEL BACKFILL DRAWING NOT TO SCALE,SEE WALL SCHEDULE FOR DIMENSIONS • RETAINING WALL SCHEDULE H W5 A C B Bar"M" Bar"N" Bar"0" 5,-4" 8" 10" 10" 2'-4" #4- 18" oc #4 - 18" oc #4- 18"oc 7'-4" 8" 1'-2" 1'-2" 3' #4- 16" oc #4- 16" oc #4- 18"oc 9'-4" 8" 1'-8" 1'-8" 4' #5 -9" oc #4- 18" oc #4- 18" oc 10'-4" 8" 2' 2' 4'-8" #5 -9"oc #4- 18" oc #4- 18" oc ALL SECTIONS: CONCRETE Fc 3000 PSI REBAR GRADE 60 EFP = 35 PCF LEVEL BACKFILL ONLY Ht 1' A1.2 Customer: Mascord Design Associates Rowell Engineering Project: Cantilever Wall with slab. EFP=35 PCF 45 SE 102nd Avenue Sheet Number: 0 Portland, OR 97216 Al Date: 10/24/01 (503) 254-6292 a Page 25 • ROWELL RETAINING WALLCAD Software Release Number A1.2 Version B 1128197 ENGINEERING CONSTANTS Soil Density 110 OTM Factor of Safety 1.5 Concrete Density 150 Stem Factor of Safety 1.7 PHIw 0.85 Heel Factor of Safety 1A PHIas 0.90 PROJECT PARAMETERS Client Name Mascord Design Associates Detail Number A Project Number Sheet Number Al Project Name Cantilever Wall with slab. EFP=35 PCF Concrete Fc ( 3000 I psi Max Soil Bearing Pressure 1500 pat Steel Grade 60 160000 Equivalent Fluid Pressure 35 Lbs/1143 Wall Thickness 8 in Footing Height 12 in SECTION 1 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height ft. I 5.33 I Il Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 28 in 7-4" 4 16 451% 3609% 2159% A,Toe Length 10 in 10" 4 12 596% 4770% 2879% C,Heel Length 10 In 10" 4 8 878% 7028% 4318% %OTM Factor of Safety 170% 2.55 4 6 1150% 9202% 5757% %Max Soil Bearing Pressure 46% psf 686 4 5 1360% 10880% 6909% Min Soil Bearing Pressure 411 psf 4 4 1662% 13295% 8636% %Allowable Shear Stress 9% kpsi 10 5 12 913% 7304% 4498% 5 5 1331% 10547% 6747% Size OC 5 4 2430% 19437% 13493% Rebar"M" 4 18 402% 6 8 1843% 14743% 9715% Rebar'N" 4 18 3217% 6 6 2350% 18802% 12954% Rebar"0" 4 I 18 1919% 6 4 3205% 25636% 19430% , SECTION 2 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height ft. I 7.33 I ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 36 in 3' 4 16 144% 1155% 845% A,Toe Length 14 in 1'-2" 4 12 191% 1527% 1126% C,Heel Length 14 in 1'-2" 4 8 281% 2249% 1690% %OTM Factor of Safety 137% 2.05 4 6 368% 2945% 2253% %Max Soil Bearing Pressure 70% psf 1,050 4 5 435% 3482% 2703% Min Soil Bearing Pressure 280 psf 4 4 532% 4256% 3379% %Allowable Shear Stress 19% kpsi 21 5 12 292% 2338% 1760% 5 8 426% 3408% 2640% Size OC 5 4 778% 6221% 5280% Rebar"M" 4 16 144% 6 8 590% 4719% 3801% Rebar"N" 4 16 1155% 6 6 752% 6018% 5069% Rebar"0" 4 18 751% 6 4 1026% 8206% 7603% SECTION 3 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height ft. I 9.33 f ft Size CC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 48 In 4' 4 16 63% 507% 330% A,Toe Length 20 I in 1'-8` 4 12 84% 670% 439% C,Heel Length 20 in 1'-8" 4 8 123% 987% 659% %OTM Factor of Safety 134% 2.02 4 6 162% 1292% 879% %Max Soil Bearing Pressure 84% psf 1,254 4 5 191% 1528% 1054% Min Soil Bearing Pressure 276 psf 4 4 233% 1867% 1318% %Allowable Shear Stress 33% kpsi 36 5 12 128% 1026% 686% 5 8 187% 1495% 1030% Size OC 5 4 341% 2730% 2059% Rebar"M" 5 9 168% 6 8 259% 2071% 1483% Reber"N" 4 18 452% 6 6 330% 2641% 1977% Rebar"0" 4 18 293% 6 4 450% 3601% 2966% SECTION 4 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height ft. I 10.33 I ft Size OC Bar"M" Bar"N" Bar"O" B,Total Footing Length,in. 56 in 4-8` 4 16 45% 361% 205% A,Toe Length _ 24 in 2' 4 12 60% 477% 273% C,Heel Length 24 in 2' 4 8 88% 703% 410% %OTM Factor of Safety 141% 2.12 4 6 115% 920% 547% %Max Soil Bearing Pressure 84% psf 1,264 4 5 136% 1088% 656% Min Soil Bearing Pressure 359 psf 4 4 166% 1329% 820% %Allowable Shear Stress 41% kpsi 45 5 12 91% 730% 427% 5 8 133% 1064% 641% Size OC 5 4 243% 1943% 1281% Rebar"M" 5 9 119% 6 8 164% 1474% 923% Rebar"N" 4 18 322% 6 6 235% 1879% 1230% Reber"0' 4 18 182% 6 4 320% 2563% 1845% t94131Mesoord WS•35PCF.xlslDesion 1024,01 12:45 PM Pape 1 of 1 At 1 2X STUDS _ ,..�..t a 11 • PER PLAN SOLE PLATE PER SCHEDULE 1 i(2¢IMG "2 r SHEAR NAILING I.0 PER SCHEDULE Z 8 NAILING TO MATCH / 41 z Z SHEAR WALL EDGE EDGE NAIL W W I- NAILING REOUIREMEM� , PER SCHEDULE Sol•4'O.G.INTO (/I\�Z J V ZX BLK'G to Ed s 4'O INTO �I/ a 4 . ROOF SHEATHING i OUTLOOKER 4—MIN,H/35 /1� F ___..w.-..� PER PLAN ,`� (I ROOF 6HEATHING l MCSEA4:GClSIQ'! EIMPEON TtETA9s' re I■��( _ .� PER SCHEDULE 10.01250„ EA IDE.(4AT0TLL U _ , '� 4TX SIDE,(E WALL OVER Atbeg E u _ TRUbb PER PLAN ITN ..� HEADER,LLV Ih'SPLICE F qq II 1 WALL ATHING � o I 1II I' 9 Q :�- __ JOIM UV CONT.NAILING �N 1\\\\ CONNECT BLK'G TO I PER EDUCE TOP PLATE UU CLIP NI OR DUST COMBINED ' , filit%, ______ FLOOR JOIST l!l!l!j'111111i' EDGE NAIL WITH A CLIP AT BLOCKING HEADER 6 PER PLAN PER SCHEDULE PER SCHEDULE 2X4 FLAT OUTLOCCER 1«1,1 PER FRAMING CLIP EDGE NAIL rGONTINNWS) SCHEDULE PER SCHEDULE •T4.OC. TX STUDS EDGE NAIL PER WALL SHEATHING NOTCH GABLE END TRUSS \ \ lilt PER PLAN SCHEDULE PER SCHEDULE TX STUD WALL PER MANUFACTURE AND 01 CONTSWE HEADER z NAIL OW LOOKER TO TRUSS To BLDG.CORNER 4 N3/4i PERASCHEDULE WITH(V IGd ( NAIL BFEATHNG TO `� READER W/®HE•H X GABLE END TRUSS { Ms•F.RN r-NHLs• 3 S.Oz.BOTH WATS 0 q , GARAGE L. CANTILEVER UPPER FLOOR JOIST TRUSS AT EAVE OUTLOOKER DETAIL�• g L (OR OTHER OPEMGI o.I'•ID' '4'.1'-0' SCALE: 0/4' • Ib' U I1�'4I ISM'APA-RATED SMHYa W - FASTENED NED SEA SCHEDULE = TYP. m .411t� AND NOTES3PEGFIGATIONE All. 4 \� moo,.ALL PANEL D EDGES ® T ••• SPECULE PGFER �ONS I NOTES MS ME rI REBAR 60 GRADE ,....._........._....._. � ROOF SHEATHING $Q i 5 Sol•4'OL.� -PER PLAN L SEE SHEAR ScHEDW.E AND �( -._.....�- -__.-. NOTES FOR HOLDDOWJ SPECS PANEL WIDTH M� 9NEATH WTO I ZX 971122 WALL (PER SPECS OF HAT WALL , WALL BELOW) -\ \ F At tii r'i TIES } M - GUEST • LTP4 PER SCHEDULE 16 aJ a'' A) BETWEEN TOP PLATE IR-' --Rlr SHEAR NAILING Ip 4 Di DINING KITCHENmir ADUPPERWALL 3TEs nu ' up L PER SCHEDULE I ' •e•os. o Ink - 16 9« PLAN VIEW OF CA 1 1 r3)e p STEM WALL It M NA! EACHEDe t �4• - 1= w EDGE NAILS ' IIII p p1-4 e TRUSS PER SCHEDULE PER PLAN II p II 2X STUD WALL S H SHEATHING II t p MR Q••U'CONT. 1 _ T MBAR TO •COR'Nom � . a S. PER SCHEDULE TOP r Borrow•CORNERS DOOR W/14)4 CONT. 12 NARROW SHEAR PANEL PRAWN\x rn NO SCALE rREDuces rarEL HrrJ orroxxx I 8 INTERIOR SI-NEAR WALL EXTENSION T N'•P-®' PARALLEL TO ROOF TRUSSES I' /mI� _ __- V V ® SHEATHINGCHEDULE SHEATHINGE - PER SCHEDULE PER SCHEDULE o 7X STUDS TX STUDS DEN SOLE PLATE PER�'� SOLE PLATE PER PLAN SHEARRSCHEDULEHESHEARPERS NAILING j PER NAIL PER SCHEDULE V EDGE NAIL ! SHEATHING EDGE NAIL SHEATHING PER SCHEDULE 3 PER FLAN PER SCHEDULE PER PLAN c ! — 2'MAX 1�iY T'MAX Y ' AK n 'I,� T'MAX ' FLOOR JOIST p•MAX I� ® , EDGE NAIL TX BLKG•AN EDGE NAIL 1``' O TA GREAT RM. r `� "., �� PER SCHEDULE PER SCHEDULE - 4B'OD.NAIL .__-._..— DIAPHRAGM FLOOR JOIST PER PLAN ® TO BLKG W/ SHEATHING s a t ^ SHEATHING MD) ......._. E-__ ....."" ,� �` lD\ PER SCHEDULE I Ed•3'OL. PER SCHEDULE AA AA TX STUDS I TX STUDS V` V' .. :.,.zk�v�»`-.. _ _.-.- PER PLAN __ PER PLAN CZ) 0 A ! A I 1 8; 0 0 0 III 8 I s CONTINUOUS MULTI-FLOOR CONTINUOUS MULTI-FLOOR - - -- —- -- --- --- -. EXTERIOR SHEAR WALL EXTERIOR SHEAR WALL PARALLEL FLOOR JOISTS '`1•-0' PERPENDICULAR FLOOR JOISTS NC vje E O tr o�QO c::::.,SCTa,,. 25#SNOW LOAD NAILING TO MATCH WAILING TO MATCH SHEATHING SHEAR WALL EDGE SHEAR WALL EDGE PER PLAN LL u LL u u NAILING RECAJIREMENT7 SHEATHING NAILING REQUIREMENT y y h m PER PLAN 4 CTO PLATE WI C IP mmry ii TOP PLATE W/CLIP PER SCHEDULE��' GONJEGT JOIST TO I Irigi O m 0 m TOP PLATE UM CLIP.....______..,••-.4.,:,=... '( __i PER SCHEDULE _-, of p a urc a a EDGE NAIL PER EDGE NAIL PER -.i' a FLOOR JOIST u U C SCHEDULE FLOOR JOIST SCHEDULE PER PLAN O SHEATHING PER PLAN SHEATHING — PER SCHEDULE TX STUDS PER SCHEDULE II TX BLK'G•4E'Of.. PER PLAN NAIL DIAPHR•3'To 2389 Tx srws BLK'G IA Ed•3.OG. 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